某小区住宅楼设计毕业设计.docx
某小区住宅楼设计毕业设计 某小区住宅楼 摘要 本设计为某小区住宅楼，建筑高度27.500m.。地处7度抗震设防区域，分组为1组。场地土类为类。建筑、结构、施工组织设计是本设计的重点。本设计的计算内容主要有：建筑设计方面（包括柱子、楼梯、门窗等的布置），按照有关规范，进行平面组合设计、交通组织、柱网布局和平面图表达及尺寸标注；结构设计方面：先根据轴压比确定柱的截面尺寸及梁跨度估算梁板截面，用PKPM建模计算，计算后看计算结果。观察柱的轴压比、配筋率、周期、层间位移、剪重比、刚重比等参数对结构进行调整，基础采用预制桩基础，计算满足所有条件后画配筋图; 施工组织设计方面：根据工程复杂程度及工程结构类型考虑不同的施工因素，以安全的完成施工任务为目标，制定施工计划，并绘制相关图纸。 关键词：建筑设计；结构设计；施工组织设计 A Structure design of Mou XiaoQu residential building ABSTRACT The design for mou residential buildings, floor height 27.500 m. Is located in the area of 7 degree seismic fortification, grouped into one group. Classes for in-situ soil. Construction, structure, construction organization design is the focus of this design. The design calculation of contents mainly include: building design (including columns, stair, door to wait decorate), in accordance with the relevant specification, design, traffic organization, plane composition column grid layout and floor plan and dimensions; Structure design: according to the first axial compression ratio to determine the section size of column and beam slab beam span estimation section, using PKPM modeling calculation, after the calculation results. Observe the column axial compression ratio, reinforcement ratio, cycle, interlayer displacement, shear weight ratio, just heavier than adjust structure parameters, such as, base adopts precast pile foundation, calculate draw reinforcement after meet all the conditions; Construction organization design: according to complex degree and the engineering structure considering different factors of construction, to complete task with safety as the goal, the construction plan, and draw the relevant drawings. Key words：Architectural design; Structure design; Construction organization design 目录 1中英文工程概况 (1) 2 楼梯配筋计算 (3) 2.1 楼梯恒荷载计算 (3) 2.2楼梯板配筋计算 (3) 2.3楼梯梁配筋计算 (3) 3 框架结构布置及计算简图 (5) 3.2计算简图 (7) 4 恒、活荷载内力计算 (9) 4.1 恒荷载计算统计 (9) 4.2恒荷载作用下内力计算 (10) 4.3 活荷载计算 (15) 5 风荷载信息 (14) 5.1 风荷载计算 (16) 5.2内力计算 (18) 5.2 计算简图（取纵向第二榀） (16) 6 内力组合 (21) 6.1 梁内力组合 (21) 6.2 柱内力组合 (24) 6.3 内力组合汇总 (26) 7 截面设计 (28) 8 基础设计 (36) 8.1 计算信息 (36) 8.2 计算参数 (39) 8.3 计算作用在基础底部弯矩值 (39) 8.4 验算地基承载力 (39) 8.5 基础冲切验算 (40) 8.6 柱下基础的局部受压验算 (41) 8.7 基础受弯计算 (42) 8.8计算配筋. . (42) 8.9 配筋图 (42) 参考文献 (44) 总结 (45) 致谢 (46) 附录 (47) 中英文工程概况 本工程为南方某市某公司拟于2022年在市丝绸路一地块开发的某住宅小区中的一栋住宅楼，其结构形式为框架剪力墙结构，建筑功能为，地下一层为储藏室，层高3.6米，地上一层为商场，层高5.1米，地上2-9层为住宅楼，层高2.8米。设有电梯两部、楼梯等；建 筑面积：6000平米，本工程按任务书提供的地形图的坐标确定该建筑相对位置。室内地坪标高首层地面标高±0.000，相当于绝对高程30.500m。基本风压0.35kN/m2 ，地面粗糙度B类；基本雪压0.20kN/m2 ，最大冻土深度600mm。建筑场地类别为2类，属可进行建设的一般场地，地下水位埋深>28m，无地基土液化问题。抗震设防烈度为7度，设计基本地震加速值为0.10g(一组）,特征周期0.35s。本工程设计使用年限为50年。框架抗震等级为二级，基础形式为条形基础。 This project for the south city hengli estate co., LTD. Is an plot development of the silk road the city in 2022, small high-rise residential area in a high-rise building, its structure form is frame shear wall structure, building function, storage for the underground layer, 3.6 meters high, a layer of the earth as mall, height 5.1 meters, 2-9 layer for residential buildings on the ground, the height is 2.8 meters. Is equipped with two elevators, stairs, etc; Construction area: 6000 square meters, the project in accordance with the specification of topographic map coordinates to determine the relative location of the building. Indoor floor elevation of the first layer of the ground elevation±0.000, is equal to the absolute elevation of 30.500 m. Basic wind pressure of 0.35 kN/m 2, ground roughness class B; Basic snow pressure of 0.20 kN/m 2, maximum frozen soil depth is 600 mm. Categories of construction sites to 2 classes, belongs to the general field of construction, can be embedded depth of groundwater table > 28 m, no liquefaction of foundation soil. Seismic fortification intensity of 7 degrees, design basic seismic acceleration value of 0.10 g (group a), the characteristic period of 0.35 s. This design use fixed number of year for 50 years. Frame aseismic levels for level 2, the basic form of strip foundation. 2 楼梯配筋计算 2.1 楼梯恒荷载计算 梯段板： 面层： (11*0.17/0.26)*1.41 = 2.30 kN/m2 自重： 25*1*(0.10/0.8440.17/2) = 5.02 kN/m2 抹灰： 20*1*0.02/0.844 = 0.47 kN/m2 恒荷标准值： 2.305.020.470.50 = 8.30 kN/m2 恒荷控制： 1.35*8.301.40*0.7*1*3.50 = 14.64 kN/m2 活荷控制：G*PkQ*B*q = 1.20*8.301.40*1*3.50 = 14.86 kN/m2 荷载设计值： 4.86 kN/m2 平台板： 面层：0.03*20=0.6 kN/m2 抹灰：0.02*20=0.4 kN/m2 自重：0.1*25=2.5 kN/m2 恒载标准值：0.6+0.4+2.5=3.5 kN/m2 2.2楼梯板配筋计算 正截面受弯承载力计算： 左端支座反力: Rl = 15.65 kN 右端支座反力: Rr = 15.65 kN 最大弯矩截面距左支座的距离: Lmax = 1.05 m 最大弯矩截面距左边弯折处的距离: x = 1.05 m Mmax = Rl*Lmax Pn*x2/2 = 15.65*1.0514.86*1.052/2 = 8.24 kN·m 相对受压区高度：= 0.108247 配筋率：= 0.004300 纵筋(1号)计算面积：As = 322.49 mm2 支座负筋(2、3号)计算面积：As'=*As = 0.25*322.49 = 80.62 mm2 2.3 楼梯梁配筋计算 m KN q 8.92/3.1*5.32/82.1*3.8=+=恒载： m KN q 5.52/3.1*5.32/82.1*5.3=+=活载 m kN M ?=?+?=144.25.5814.14.28.9812.122max KN V 4.234.25.55.04.14.28.95.02.1=?+?= 052.02752503.141101426 201=?=bh f a M a c s b s a <=-=053.0211 相对受压区高度：= 0.108247 配筋率：= 0.004300 纵筋计算面积：As = 322.49 mm2 取 10200,实配面积： 393 mm2 支座负筋取 8200, 实配面积： 251 mm2 0007.025.17.0bh f V h s A f bh f V t sv yv t <+= 按构造配筋即可 3 框架结构布置及计算简图 3.1 确定梁板柱尺寸 1由表查得2/3.14mm N f c =；2/43.1mm N f t =；2/01.2mm N f tk =； 24/103mm N E c ?= HRB400级钢筋：2/360mm N f y =；25/100.2mm N E s ?= HRB235级钢筋: 2/210/mm N f f y y ='25/101.2mm N E s ?= 板按塑性内力重分布计算，主梁按弹性理论计算。 取3轴线一榀框架计算 主梁的跨度为5.4m/6.1m/4.2m ，第二跨主梁有一跨次梁，距 离C 轴2.4m 。 各层平面图如结施图2-5： 板厚：一层160mm,2-9层100mm ，屋顶120mm 主梁截面高：1层-屋顶层，B-D 轴梁高600mm ，A-B 轴梁高500mm 2柱截面尺寸 本工程为现浇钢筋混凝土结构，7度设防，框架抗震等级为二级，取 底层中柱估算柱尺寸，根据经验荷载为15kN/m2： N=15×7.2×5.4*9=5248.8kN 由轴压比限值得A c c f N 8.0=1.198.0108.52483?=343507.85mm 2 取柱截面尺寸为3-D 柱750 mm *750 mm ，BC-3柱800mm×800mm ， A-3柱700 mm *700 mm 计算截面尺寸如下： 3.2 计算简图 条形基础计算埋深1.2m 则底层层高为3.600+1.200=4.800m AB 跨梁 i=2E×12 1×0.3×0.503/4.2=1.49×10-3E BC 跨梁 i=2E×12 1×0.3×0.603/6.1=1.77×10-3E CD 跨梁 i=2E×12 1×0.3×0.603/5.4=2×10-3E A 柱底层 1×0.704/4.80=4.17×10-3 E i= E× 12 A柱第一层 1×0.704/5.1=3.92×10-3 E i= E× 12 A柱其余各层 1×0.704/2.8=7.15×10-3 E i= E× 12 B、C柱底层 1×0.804/4.80=7.11×10-3 E i= E× 12 B、C柱第一层 1×0.804/5.1=6.69×10-3 E i= E× 12 B、C柱其余各层 1×0.804/2.8=12.19×10-3 E i= E× 12 D柱底层 1×0.754/4.80=5.49×10-3 E i= E× 12 D柱第一层 1×0.754/5.1=5.17×10-3 E i= E× 12 D柱其余各层 1×0.754/2.8=9.42×10-3 E i= E× 12 (其中E=3.25×104N/mm2) 将梁柱线刚度标于计算简图中：
